CN115467250A - Construction method for prefabricated thin-wall solid pier by rear rib method - Google Patents
Construction method for prefabricated thin-wall solid pier by rear rib method Download PDFInfo
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- CN115467250A CN115467250A CN202211297250.7A CN202211297250A CN115467250A CN 115467250 A CN115467250 A CN 115467250A CN 202211297250 A CN202211297250 A CN 202211297250A CN 115467250 A CN115467250 A CN 115467250A
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- 238000010276 construction Methods 0.000 title claims abstract description 31
- 238000000034 method Methods 0.000 title claims abstract description 13
- 239000007787 solid Substances 0.000 title claims abstract description 12
- 210000002435 tendon Anatomy 0.000 claims abstract description 24
- 230000002787 reinforcement Effects 0.000 claims abstract description 23
- 239000011148 porous material Substances 0.000 claims abstract description 21
- 238000009434 installation Methods 0.000 claims abstract description 19
- 210000001503 joint Anatomy 0.000 claims abstract description 11
- 238000009417 prefabrication Methods 0.000 claims description 7
- 238000004873 anchoring Methods 0.000 claims description 6
- 239000000463 material Substances 0.000 claims description 6
- 239000004568 cement Substances 0.000 claims description 2
- 239000002002 slurry Substances 0.000 claims description 2
- 238000010008 shearing Methods 0.000 abstract 1
- 229910000831 Steel Inorganic materials 0.000 description 8
- 239000010410 layer Substances 0.000 description 8
- 239000010959 steel Substances 0.000 description 8
- 238000010586 diagram Methods 0.000 description 3
- 239000011248 coating agent Substances 0.000 description 2
- 238000000576 coating method Methods 0.000 description 2
- 230000007547 defect Effects 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 239000011241 protective layer Substances 0.000 description 2
- 229910001208 Crucible steel Inorganic materials 0.000 description 1
- 238000001514 detection method Methods 0.000 description 1
- 230000002349 favourable effect Effects 0.000 description 1
- 238000011065 in-situ storage Methods 0.000 description 1
- 238000012423 maintenance Methods 0.000 description 1
- 239000000725 suspension Substances 0.000 description 1
- 238000003466 welding Methods 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
- E01D21/10—Cantilevered erection
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
- E01D19/02—Piers; Abutments ; Protecting same against drifting ice
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
- E01D21/06—Methods or apparatus specially adapted for erecting or assembling bridges by translational movement of the bridge or bridge sections
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
- Y02A30/00—Adapting or protecting infrastructure or their operation
- Y02A30/30—Adapting or protecting infrastructure or their operation in transportation, e.g. on roads, waterways or railways
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Abstract
The invention relates to a construction method of a rear rib method prefabricated assembly type thin-wall solid pier, which is characterized in that the thin-wall solid pier is divided into a plurality of prefabricated sections, the sections are also divided into an I-type section and a II-type section, the I-type section is divided into 2 sections along the longitudinal direction of a pier column and along the length direction of the cross section of the pier column, the II-type section is divided into 3 modules along the longitudinal direction of the pier column and along the width direction of the cross section of the pier column, and a tenon or a mortise is respectively arranged on the butt joint surface and the upper end surface and the lower end surface of each section; when each module is prefabricated, a main rib pore channel is reserved at the design position of each main rib, and a prestress pore channel is arranged along the width or length direction of the cross section; the two pier stud segments are installed in a staggered mode, prestressed tendons are installed in the prestressed pore channels during installation, main tendons are installed in the main tendon pore channels, and the upper segment main tendons and the lower segment main tendons are connected through threaded sleeves. The invention greatly reduces the weight of each pier stud, and is convenient for transportation and hoisting; the main reinforcement is reliably stressed, and the pier stud is strong in shearing resistance.
Description
Technical Field
The invention belongs to the technical field of bridge construction, relates to construction of bridge pier columns, and particularly relates to a construction method of a rear rib method prefabricated assembly type thin-wall solid pier.
Background
The pier stud is a bearing system of a bridge structure, and the construction quality of the pier stud directly influences the safety performance of the bridge structure. The traditional pier stud mostly adopts cast-in-place construction, has low efficiency, is influenced by the construction environment and the maintenance environment on site, and has more uncontrollable quality factors.
With the development of the prefabricated assembly technology, the assembled pier stud is also gradually applied to bridge construction. The assembled pier stud can be prefabricated in an industrialized and standardized manner, and has the advantages of controllable quality, high construction speed, no influence of construction environment and the like.
At present, the prefabricated pier stud is based on a sleeve connection technology, namely a connecting sleeve is preset in the prefabricated pier stud, a pre-embedded steel bar is arranged on the top surface of a bearing platform, when the prefabricated pier stud is installed on the bearing platform, the pre-embedded steel bar on the bearing platform is inserted into the sleeve, then grouting is carried out on the sleeve, and the steel bar and the sleeve connection are guaranteed through grouting. Although the method avoids some defects of cast-in-place construction to a certain extent, the method has some defects: on one hand, the compactness of the grouting in the sleeve is not well controlled and an effective detection means is lacked, so that the installation quality of the steel bar is not controllable; on the other hand, the sleeve is made of cast steel generally, so that the brittleness is high, and the anti-seismic effect is poor, so that the sleeve is difficult to popularize in a high-intensity earthquake area; thirdly, because the steel bars are inserted into the butt joint and grouting needs, and the mechanical property requirements of the steel bars are met, the sleeve needs to have larger inner cavity size and thickness, the outer diameter of the sleeve is far larger than the diameter of the steel bars, if the structural size of the pier column is not increased, the thickness of the protective layer is influenced by the sleeve, and in order to ensure the thickness of the protective layer, the structural size of the pier column needs to be increased, so that the cost of prefabricating the pier column is increased.
In view of the existence of above-mentioned problem, present prefabricated pier stud is mostly a post mode to the top, causes prefabricated pier stud volume and weight great again like this, needs the main equipment to transport, install, and the field hardening on site requires highly, and then has wholly promoted construction cost, especially to the relatively poor mountain area of traffic conditions, because large-scale component transportation, main equipment are gone into the field difficulty, also consequently has limited the application of prefabricated pier stud in mountain area bridge, present mountain area bridge does not have pier stud prefabricated assembled construction case yet.
Disclosure of Invention
The invention aims to solve the problems of the existing prefabricated pier stud, and provides a construction method of a rear rib method prefabricated thin-wall solid pier, which reduces the construction cost of the prefabricated pier stud and promotes the popularization and application of the construction method of the prefabricated pier stud on the premise of ensuring the construction quality of the pier stud.
The technical scheme of the invention is as follows:
a construction method for prefabricating an assembled thin-wall solid pier by a rear rib method is characterized by comprising the following steps:
(1) Pier column segment design: dividing the thin-wall solid pier into a plurality of prefabricated sections, wherein the sections are divided into two types, namely an I-type section and a II-type section, the I-type section is divided into 2A-type modules along the longitudinal direction of the pier column and the length direction of the cross section of the pier column, and the opposite side surfaces of the two A-type modules are respectively provided with tenon or mortise structures which can be matched with each other; the section II is divided into 2B-shaped modules and 1C-shaped module along the longitudinal direction of the pier stud and the width direction of the cross section of the pier stud, and the side surfaces of the C-shaped modules, which are opposite to the two B-shaped modules, are respectively provided with a tenon or mortise structure which can be matched with each other; the upper end surface and the lower end surface of each module are respectively provided with a tenon or mortise structure;
(2) Prefabricating a module: prefabricating each module in a prefabrication field, wherein during prefabrication, only stirrups are installed firstly when a reinforcement cage is bound, 2-4 hanging bars are vertically and symmetrically welded on the stirrups, and the upper ends of the hanging bars are higher than the top surfaces of the modules and are used for hoisting the modules; all main reinforcements are not installed, main reinforcement ducts are reserved at the design positions of all main reinforcements, and:
for the A-type module, at least 2 layers of prestressed ducts are arranged at equal intervals along the longitudinal direction of the pier column, and 2 prestressed ducts are symmetrically arranged in each layer along the width direction of the cross section of the pier column;
for the B-type module and the C-type module, at least 2 layers of prestressed ducts are arranged at equal intervals along the longitudinal direction of the pier column, and 2 prestressed ducts are symmetrically arranged in each layer along the length direction of the cross section of the pier column;
after all the modules are prefabricated, transporting the prefabricated modules to a pier column construction site for installation;
(3) And (3) bearing platform construction: when the bearing platform is poured, a threaded sleeve is pre-embedded in the top surface of the bearing platform corresponding to each main rib according to the layout of the main ribs of the pier stud, and the top surface of the threaded sleeve is flush with the top surface of the bearing platform; the top surface of the bearing platform is provided with a tenon or a mortise matched with the bottom of the pier stud section;
(4) Pier column installation: the pier column segment is installed in the following mode in a mode that the I-type segment and the II-type segment are staggered;
the first segment is installed: sequentially hoisting the modules of the first section onto a bearing platform, wherein tenons and mortises on the butt joint surfaces of the modules are matched, and the bottoms of the modules are matched with the tenons and the mortises on the top surface of the bearing platform;
mounting prestressed tendons in the prestressed ducts corresponding to the modules, stretching and anchoring, and grouting the prestressed ducts after stretching is finished;
inserting a main rib into each main rib pore channel, connecting the lower end of each main rib with a threaded sleeve pre-embedded on the bearing platform in a threaded manner, connecting the upper end of each main rib with a threaded sleeve in a threaded manner, connecting one half of the threaded sleeve with the main rib in a threaded manner, and reserving the other half of the threaded sleeve for connecting with the upper section main rib;
grouting in the main reinforcement pore canal to finish the installation of the first section pier stud;
and (3) installing a second segment: hoisting each module of the segment different from the first segment in type onto the first segment, adjusting the fit between the tenon and the mortise between the butt joint ends of each module and between the bottom of each module and the top of the first segment, installing prestressed tendons in the prestressed pore channels corresponding to each module and stretching and anchoring, grouting the prestressed pore channels after the stretching is finished, then inserting main tendons in the pore channels of each main tendon, screwing the lower end of each main tendon with the other half of the threaded sleeve screwed with the upper end of the main tendon of the first segment, screwing the upper end of each main tendon with a threaded sleeve, screwing one half of the threaded sleeve with the main tendon, and reserving the other half for connecting with the main tendon of the upper segment; grouting in the main reinforcement pore canal to finish the installation of the second section pier stud;
the subsequent sections of the pier column are installed in a staggered mode, and prefabricated pier body installation is completed.
The method has the advantages that: the pier column is vertically divided into a plurality of sections, each section is divided into 2-3 prefabricated blocks, the hoisting weight of each section of pier column is greatly reduced, the models and the cost of transportation and hoisting equipment are reduced, and the prefabricated assembly type pier column construction method is favorable for popularization and application in places with inconvenient traffic, such as mountainous areas and the like; the main reinforcement between the segments is installed after installation and connected to the pier top by the straight thread sleeve, the main reinforcement is stressed reliably, and the anti-seismic effect is the same as that of the cast-in-situ pier body.
Drawings
FIG. 1 is a schematic block diagram of a type I segment;
FIG. 2 is a schematic block diagram of a type II segment;
fig. 3 is a schematic view of a modular rebar skeleton construction;
FIG. 4 is a schematic view of a main rib tunnel structure of a module;
FIG. 5 is a schematic elevation view of the platform;
FIG. 6 is a schematic structural diagram of the staggered installation of the type I segment and the type II segment;
FIG. 7 is a plan view of the installed state of the I-shaped segment;
FIG. 8 is a schematic view of a module with the cage bars installed;
FIG. 9 is a schematic view of a main rib;
fig. 10 is a plan view of the installed state of the I-shaped segment.
Detailed Description
The specific embodiment of the invention is as follows:
(1) Pier stud segment design: as shown in fig. 1 and 2, the thin-wall solid pier is divided into a plurality of prefabricated sections, the sections are divided into two types, namely an i-type section 10 and a ii-type section 20, wherein the i-type section is equally divided into 2 a-type modules 101 along the longitudinal direction of the pier stud and the length direction of the cross section of the pier stud, and the opposite side surfaces of the two a-type modules are respectively provided with a tenon 1 or mortise 2 structure which can be matched with each other; the II-type section 20 is divided into 2B-type modules 201 and 1C-type module 202 along the longitudinal direction of the pier stud and the width direction of the cross section of the pier stud, and the side faces of the C-type modules, which are opposite to the two B-type modules, are respectively provided with a tenon 1 or mortise 2 structure which can be matched with each other; the upper end surface and the lower end surface of each module are respectively provided with a tenon or mortise structure;
(2) Prefabricating a module: prefabricating each module in a prefabrication site, as shown in fig. 1, 2, 3 and 4, during prefabrication, only installing stirrups 3 when binding a steel reinforcement framework, and vertically and symmetrically welding 2-4 hanging bars 4 on the stirrups, wherein the upper ends of the hanging bars are higher than the top surfaces of the modules and are used for hoisting the modules; all main reinforcements are not installed, a main reinforcement hole channel 5 is reserved at the design position of each main reinforcement, and:
for the A-type module, at least 2 layers of prestressed ducts 6 are arranged at equal intervals along the longitudinal direction of the pier column, and 2 prestressed ducts are symmetrically arranged in each layer along the width direction of the cross section of the pier column;
for the B-type module and the C-type module, at least 2 layers of pre-stressed ducts 6 are arranged at equal intervals along the longitudinal direction of the pier column, and 2 pre-stressed ducts are symmetrically arranged on each layer along the length direction of the cross section of the pier column;
after all the modules are prefabricated, transporting the prefabricated modules to a pier column construction site for installation;
(3) And (3) bearing platform construction: as shown in fig. 5, when the bearing platform is poured, a threaded sleeve 7 is embedded in the top surface of the bearing platform 30 corresponding to each main rib according to the layout of the main ribs of the pier stud, and the top surface of the threaded sleeve is flush with the top surface of the bearing platform; the top surface of the bearing platform is provided with a tenon or a mortise matched with the bottom of the pier stud section;
(4) Pier column installation: as shown in fig. 6, the pier stud segments are installed in a staggered manner using the type i segment 10 and the type ii segment 20.
Taking a mode that the first section adopts an I-shaped section and the second section adopts a II-shaped section as an example, the method is specifically installed as follows;
as shown in fig. 7, two a-shaped modules of the first section are sequentially lifted onto the bearing platform, the tenon of the butt joint surface of the beam module is fit with the mortise, and the bottom of each module is fit with the tenon and the mortise on the top surface of the bearing platform;
when the first segment is installed, the top surface of the bearing platform can be coated with the cementing material, and the butt joint surfaces of the two modules are also coated with the cementing material, so that the segments can be more firmly connected with the bearing platform and the segments can be more firmly connected with the modules.
Mounting prestressed tendons 8 in the prestressed ducts opposite to the two modules, tensioning and anchoring, and grouting the prestressed ducts after tensioning is finished;
as shown in fig. 8, a main bar 9 is inserted into each main bar hole, the lower end of the main bar is connected with a threaded sleeve 7 pre-embedded on the bearing platform in a threaded manner, the upper end of each main bar 9 is connected with a threaded sleeve 7 in a threaded manner, and the threaded sleeve pre-embedded on the bearing platform are of the same type; as shown in fig. 9, one half of the threaded sleeve 7 is screwed with the main rib 9, and the other half is reserved for connecting with the upper section main rib;
grouting in the main reinforcement pore canal to finish the installation of the first section pier stud.
And (3) grouting the main reinforcement pore channel, and filling self-compacting non-shrinkage cement slurry into the pore channel by adopting a non-pressure grouting mode.
As shown in fig. 10, cutting off the exposed part of the top suspension bar of the first segment, coating a cementing material on the top surface of the first segment, coating a cementing material on the butt joint surface of each module of the second segment, suspending 3 modules of the second segment onto the first segment, adjusting the tenons and the mortises between the butt joint ends of the modules and between the bottoms of the modules and the top of the first segment to be matched, installing prestressed bars in the prestressed channels corresponding to the modules and tensioning and anchoring the prestressed bars, grouting the prestressed channels after tensioning is completed, inserting main bars into the main bar channels, screwing the lower end of each main bar with the other half of the threaded sleeve screwed on the upper end of the main bar of the first segment, screwing the upper end of each main bar with a threaded sleeve, screwing one half of the threaded sleeve with the main bar, and reserving the other half for connecting with the main bar of the upper segment; grouting in the main reinforcement pore canal to finish the installation of the second section pier stud;
the subsequent sections of the pier column are installed in a staggered mode, and prefabricated pier column installation is completed.
Claims (3)
1. A construction method for prefabricating an assembled thin-wall solid pier by a rear rib method is characterized by comprising the following steps:
(1) Pier column segment design: dividing the thin-wall solid pier into a plurality of prefabricated sections, wherein the sections are divided into two types, namely an I-type section and a II-type section, the I-type section is divided into 2A-type modules along the longitudinal direction of the pier column and the length direction of the cross section of the pier column, and the opposite side surfaces of the two A-type modules are respectively provided with tenon or mortise structures which can be matched with each other; the II-type section is divided into 2B-type modules and 1C-type module along the longitudinal direction of the pier stud and the width direction of the cross section of the pier stud, and the opposite side surfaces of the C-type module and the two B-type modules are respectively provided with tenon or mortise structures which can be matched with each other; the upper end surface and the lower end surface of each module are respectively provided with a tenon or mortise structure;
(2) Prefabricating a module: prefabricating each module in a prefabrication field, wherein during prefabrication, only stirrups are installed firstly when a reinforcement cage is bound, 2-4 hanging bars are vertically and symmetrically welded on the stirrups, and the upper ends of the hanging bars are higher than the top surfaces of the modules and are used for hoisting the modules; all main reinforcements are not installed, main reinforcement ducts are reserved at the design positions of all main reinforcements, and:
for the A-type module, at least 2 layers of prestressed ducts are arranged at equal intervals along the longitudinal direction of the pier column, and 2 prestressed ducts are symmetrically arranged in each layer along the width direction of the cross section of the pier column;
for the B-type module and the C-type module, at least 2 layers of prestressed ducts are arranged at equal intervals along the longitudinal direction of the pier column, and 2 prestressed ducts are symmetrically arranged in each layer along the length direction of the cross section of the pier column;
after prefabrication of all modules is completed, transporting to a pier column construction site for installation;
(3) And (3) bearing platform construction: when the bearing platform is poured, a threaded sleeve is pre-embedded in the top surface of the bearing platform corresponding to each main rib according to the layout of the main ribs of the pier stud, and the top surface of the threaded sleeve is flush with the top surface of the bearing platform; the top surface of the bearing platform is provided with a tenon or a mortise matched with the bottom of the pier stud section;
(4) Pier column installation: the pier column sections are installed in the following mode in a mode that I-type sections and II-type sections are staggered;
the first segment is installed: sequentially hoisting the modules of the first section onto a bearing platform, wherein the tenon of the butt joint surface of each module is matched with the mortise, and the bottom of each module is matched with the tenon and the mortise on the top surface of the bearing platform;
mounting prestressed tendons in the prestressed ducts corresponding to the modules, stretching and anchoring, and grouting the prestressed ducts after stretching is finished;
inserting a main rib into each main rib hole channel, connecting the lower end of the main rib with a threaded sleeve pre-embedded on a bearing platform in a threaded manner, connecting the upper end of each main rib with a threaded sleeve in a threaded manner, connecting one half of the threaded sleeve with the main rib in a threaded manner, and reserving the other half of the threaded sleeve for connecting with the upper section main rib;
grouting in the main reinforcement pore canal to finish the installation of the first section pier stud;
and (3) installing a second segment: hoisting each module of the segment different from the first segment in type onto the first segment, adjusting the fit between the tenon and the mortise between the butt joint ends of each module and between the bottom of each module and the top of the first segment, installing prestressed tendons in the prestressed pore channels corresponding to each module and stretching and anchoring, grouting the prestressed pore channels after the stretching is finished, then inserting main tendons in the pore channels of each main tendon, screwing the lower end of each main tendon with the other half of the threaded sleeve screwed with the upper end of the main tendon of the first segment, screwing the upper end of each main tendon with a threaded sleeve, screwing one half of the threaded sleeve with the main tendon, and reserving the other half for connecting with the main tendon of the upper segment; grouting in the main reinforcement pore canal to finish the installation of the second section pier stud;
the subsequent sections of the pier column are installed in a staggered mode, and prefabricated pier body installation is completed.
2. The construction method of the rear rib method prefabricated thin-wall solid pier is characterized in that: and (3) grouting the main reinforcement pore channel, and filling self-compacting non-shrinkage cement slurry into the pore channel by adopting a non-pressure grouting mode.
3. The construction method of the rear rib method prefabricated thin-wall hollow pier is characterized in that: before each segment is installed, a cementing material is coated on the top surface of the segment below each segment; when each segment is installed, a cementing material is coated on the butt joint surface of each module.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202211297250.7A CN115467250B (en) | 2022-10-21 | 2022-10-21 | Construction method for prefabricating assembly type thin-wall solid pier by rear reinforcement method |
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| CN202211297250.7A CN115467250B (en) | 2022-10-21 | 2022-10-21 | Construction method for prefabricating assembly type thin-wall solid pier by rear reinforcement method |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO2024082721A1 (en) * | 2022-10-21 | 2024-04-25 | 中交路桥建设有限公司 | Assembly pier column prefabricated by post-reinforcement method |
| WO2024082720A1 (en) * | 2022-10-21 | 2024-04-25 | 中交路桥建设有限公司 | Prefabricated thin-walled hollow pier construction method based on steel bar post-installation |
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| CN109457597A (en) * | 2018-10-22 | 2019-03-12 | 北京工业大学 | A kind of flat assembly prefabrication and assembly construction hollow pier splicing structure and its practice |
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| CN114150582A (en) * | 2021-12-07 | 2022-03-08 | 北京工业大学 | Assembled RC ultrahigh pier connected by local cast-in-place-grouting sleeve-prestress combination |
| CN114293475A (en) * | 2021-12-31 | 2022-04-08 | 中交路桥华南工程有限公司 | Split ring sleeving construction method for variable-section large-section pier tower reinforcement cage segment |
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| WO2024082721A1 (en) * | 2022-10-21 | 2024-04-25 | 中交路桥建设有限公司 | Assembly pier column prefabricated by post-reinforcement method |
| WO2024082720A1 (en) * | 2022-10-21 | 2024-04-25 | 中交路桥建设有限公司 | Prefabricated thin-walled hollow pier construction method based on steel bar post-installation |
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